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Transcript of Ct530815
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Vermelding onderdeel organisatie
February 1, 2012
1
Chapter 15: Failure modes and optimisation
ct5308 Breakwaters and Closure Dams
H.J. Verhagen
Faculty of Civil Engineering and Geosciences Section Hydraulic Engineering
Sri Lanka, Kudawella Tsunami damage of breakwater
2004
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February 1, 2012 2
What is the most important element of a breakwater or closure dam ??
• the element which is the most expensive one
• the section which is the most costly one
• the element which is the most unreliable one
• the element which is the most sensitive to variations in the boundary conditions
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February 1, 2012 3
failure modes for dike-type structures
Failure of breakwater by earthquake
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February 1, 2012 4
failure modes for a rubble mound (Burcharth, 1992)
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February 1, 2012 5
Failure modes for a monolithic breakwater
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February 1, 2012 6
rock fill overflow dam failure modes
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February 1, 2012 7
fault tree
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February 1, 2012 8
fault tree for closure dam (cross section)
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February 1, 2012 9
fault tree for closure dam (equipment)
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February 1, 2012 10
fault tree for construction planning
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February 1, 2012 11
equipment utilisation in relation to fault tree
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February 1, 2012 12
The Dilemma
• A strong and heavy breakwater does not require maintenance … but is very expensive to construct
• A light breakwater is much cheaper to construct … but requires a lot of maintenance
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February 1, 2012 13
Wave climate
Wave Height H
(m)
Probability of
Exceedance
(times per annum)
4 1.11
5 1.58*10-1
5.2 8.4*10-2
5.5 7.62*10-2
5.8 3.8*10-2
6 2.47*10-2
6.5 7.35*10-3
7.15 3.0*10-3
7.25 2.63*10-3
7.8 9.0*10-4
7.98 8.0*10-4
8.7 1.5*10-4
wave exceedance
0
2
4
6
8
10
0.00010.0010.010.11
exceedance (times per year)
wa
ve
he
igh
t (m
)
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February 1, 2012 14
development of damage
Actual Wave Height H Damage in % of armour layer
H < Hnd 0
Hnd < H < 1.3Hnd 4
1.3Hnd < H < 1.45 Hnd 8
H > 1,45 Hnd Collapse
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February 1, 2012 15
Cost of construction
Design wave height
Hnd
Initial cost
breakwater
“C”
Initial cost Amour
Layer
“A”
(m) (€) per running meter (€) per running meter
4 13900 5280
5 15220 6600
5.5 15900 7280
6 16540 7920
Initial cost for armour units: € 1320 * Hd
for core: € 8620
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February 1, 2012 16
annual risk
1 < H < 1.3 Hnd
n = 4% damage
1.3 Hnd < H < 1.45 Hnd
n = 8% damage
H > 1.45 Hnd
Collapse
Hnd
p w p.w p w p.w p w p.w
(m) (1/year) (€) (€/year) (1/year) (€) (€/year) (1/year) (€) (€/year)
4 1.02 420 430 4.6 10-2
860 40 3.8 10-2
13900 530
5 1.5 10-1
530 80 4.7 10-3
1060 5 2.6 10-3
15220 40
5.5 7.4 10-2
580 40 2.2 10-3
1160 - 8 10-4
15900 10
6 2.4 10-2
630 15 7.5 10-4
1260 - 1.5 10-4
16540 3
p probability of occurrence of the wave height
w cost of repair of the armour layer (2nA)
respectively cost of replacement (C)
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February 1, 2012 17
average annual risk
s = (p.w) Hnd
Full repair of partial
damage
Only repair of serious
damage(>8%)
No repair of partial
damage
(m) (€ per year) (€ per year) (€ per year)
4 1000 570 530
5 125 45 40
5.5 50 10 10
6 18 3 3
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February 1, 2012 18
capitalised maintenance cost
Capitalised risk S Hnd
Full repair of partial
damage
Only repair of serious
damage(>8%)
No repair of partial
damage
(m) (€) (€) (€)
4 30000 17100 15900
5 3750 1350 1200
5.5 1500 300 300
6 540 90 90
lifetime of 100 years; rate of interest 3.33%
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February 1, 2012 19
total cost
Total cost I + S Hnd
Full repair of partial
damage
Only repair of serious
damage(>8%)
No repair of partial
damage
(m) (€) (€) (€)
4 43900 31000 29800
5 18970 16570 16420
5.5 17400 16200 16200
6 17080 16630 16630
6.5 17300
Adding up initial cost plus capitalised maintenance cost
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February 1, 2012 20
total cost for various strategies
0
5000
10000
15000
20000
25000
30000
35000
40000
45000
50000
3.5 4 4.5 5 5.5 6 6.5
H-design
co
st
full repair
partly repair
no repair
initial cost
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February 1, 2012 21
Conclusions for Rubble Mound Breakwaters
• There is an optimum design wave height
• Accepting regular maintenance is the best option
• This implies that the design also should allow a “repairable” breakwater
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February 1, 2012 22
differences in breakwater type
• In case of overload a Rubble mound breakwater will suffer from some damage, which can be repaired.
• In general for Rubble mounds:
the amount of repair costs increase linear with the amount of overload: cost = B * (Hstorm - Hdesign)
• In general for Vertical wall breakwaters:
you have always a given fixed amount of damage, not depending on the amount of overload: cost = A + B (Hstorm - Hdesign)
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February 1, 2012 23
Vertical wall breakwater
0
50000
100000
150000
200000
250000
300000
350000
400000
5 7 9 11
Hs (design wave)
tota
l co
st
per
mete
r
building cost
yearly repair
capitalised repair
total
damage cost = 4000 + 1500*Hs
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February 1, 2012 24
Conclusions
0
10000
20000
30000
40000
50000
5 7 9 11
Hs (design wave)
tota
l co
st
per
mete
r
0
10000
20000
30000
40000
50000
5 7 9 11
Hs (design wave)
tota
l co
st
per
mete
r
Rubble mound breakwater Vertical wall breakwater
total
repair
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February 1, 2012 25
Conclusions (2)
• Rubble mound breakwaters are less sensitive to uncertainties in wave data
• If there is no overload, a Vertical wall breakwater requires less maintenance
• If there is overload, Vertical wall breakwaters cause much more problems
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February 1, 2012 26
Including “secondary damage”
• When a breakwater is damaged, the port cannot function well
• The cost because of loss of production should be included in the calculation
• In general secondary damage will not change the tendency of the conclusion before, but make them more even more stronger: • The optimum for a rubble
mound breakwater is allowing quite some damage, and doing a lot of repair